Recent content by caiomarcon

This is the webinar that lomarandil referred to (please see the second speaker at 01:00): Link This method was developed by Clint Rex based on the direct analysis method of the AISC. To solve the out-of-plane numerical inconsistencies, the speaker add small springs at all nodes for analytical...

The lifting points is a support point to vertical loads but not for horizontal direction (out of plane or your plan of the analysis). This affect directly about unbraced length of the truss chords and the stability of the member. A numerical inconsistency in the model can be defined when there...

Dear @SWComposites I usually apply gravity load + a dynamic amplification factor (by GL Noble Denton or ASME BTH). I have some question about boundary conditions in FEA buckling analysis. How do you build your model to solve the out of plane numerical inconsistency? In reality, the lifting...

I also saw this webinar with Will Jacob and Clint Rex, but for me the method is too complicated (FEA buckling analysis + large displacemment in SAP2000). I'm looking for some other reference that would make me comfortable. Thank you very much for your comments. BR Caio Marcon

Hi @Lomarandil, this school of thought is about beams and girder (LTB), not about truss (flexural buckling). I know some publications about lifting beams. The ASME BTH 01, in my opnion, is the best way to design lifting beams and spread bars, but any reference about lifting truss. FEA buckling...

Stability of Steel Truss during Lifting I'm studying about stability of steel trusses during lifting (I usually call suspended trusses): Design and Analysis on Out-of-Plane Does anyone have any reference (book, standard or design guide) to suggest me? I have a lot of doubt about the...

Thank you so much robyengIT... Bares is a very good book! These equations is applicable to Roark's Formula too?

My question is about poisson in tables of book Roark's Formula

the aisc method is indicated to base plates without stiffeners. Usually, when there is stiffeners in base plate, we can use the roark's formulas to design the base plate.

Hi everyone, I am design a steel base plate, and I usually use the Roark's Formula (TABLE 11.4 Formulas for flat plates with straight boundaries and constant thickness). But in this tables, there is cases for Poisson v=0,3 (steel) and v=0,2 (concrete). How can I do to use the tables with v=0,2...

wannabeSE, thanks a lot. In your opinion, we can design by (asce7:2010 - 13.3.1): Purlin: vertical force = ±0.2·SDS·Wp (usually the diaphragm resist the horizontal components) Girts: horizontal force = Fp = 0.4·ap·SDS·Wp/(Rp/Ip) · (1+2·z/h) ?

JAE, in your opnion, we need design girts and purlin with seismic effects?

Hi MotoroCity, This members (girts and purlin) aren't part for the lateral resisting system. They are only for suport roof deck.

How can i design girts and purlin (roof member) with seismic forces by asce7:2010? Can i utilise item 13.3.1 "seismic demands on nonstrucutral components / seismic design force"? How can i classify "ap" (table 13.5-1 or 13.6-1) and "Ip" (section 13.1.3)?

Thanks JoshPlum, but can I use the moment of inertia fron table 6.6.3.1.1.(a) with adjustment to stiffness = 0.8 (columns = 0.8x0.7xIg and for beams = 0.8x0.35xIg)? Or only the the moment of inertia fron table 6.6.3.1.1.(a)(columns = 0.7xIg and for beams = 0.35xIg)? Or with another coefficient?